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230 Spring Creek Park Ranch Rd - 239110401002 - 1847-99IS
INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1847-99 BP NO. 12408 OWNER: TERRY ROGERS PHONE: 970-544-0737 MAILING ADDRESS: P.O. BOX 2240, ASPEN, CO 81612 APPLICANT: JENSEN HOMES, KEN JONCKILA PHONE: 970-544-8036 SYSTEM LOCATION: LOT #5, SPRING PARK RANCHES, EL JEBEL TAX PARCEL NO. 2391-101-01-002 LICENSED INSTALLER: STUTSMAN/ GERBAZ, INC., CHARLES MONTOVER LICENSE NO. 9-99 PHONE: 970-923-2734 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON 3-COMPARTMENT CONCRETE SEPTIC TANK WITH A LIFT STATION, 390 SQUARE FEET OF MOUNDED ABSORPTION AREA, WITH A BASAL AREA OF 3,132 SQUARE FEET, AS PER ENGINEER'S DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 7/8/99. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS RECEIVED FINAL APPROVAL. ENVIRONMENTAL HEALTH APPROVAL: MICHELE CURRAN DATE: JULY 16, 1999 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 390 SQUARE FEET (VIA MOUNDED ABSORPTION AREA, AS PER ENGINEER'S DESIGN) INSTALLED CONCRETE 2- COMPARTMENT SEPTIC TANK: 1000 GALLONS IS LOCATED 85 FEET FROM THE 2ND CLEANOUT INSTALLED CONCRETE DOSING TANK: 500 GALLONS IS LOCATED DEGREES AND 10 FEET FROM THE LEACH FIELD SEE SITE PLAN FOR SYSTEM COMPONENT LOCATIONS COMMENTS: ENGINEER FINAL CERTIFICATION RECEIVED 1/31/00. THIS SYSTEM IS LARGE ENOUGH TO ACCOMMODATE A 3 BEDROOM RESIDENCE. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: FEBRUARY 3, 2000 I;IL;omplete•Applications Will NOT Be Accepted (Site Flan MUST be attached) ISDS Permit # `� - 17 Building Permit # / _ Y 0 ? APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE. --EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) * PERMIT APPLICATION FE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE'TO: "EAGLE COUNTY TREASURER'! PROPERTY OWNER: v 01 MAILING ADDRESS: T,22 - ���1�y� 1�.-`G� PHONE: 17lJ-.Sr/��7e APPLICANT/CONTACPERSON: �/1�r3 �/Gw�/C�./oa �J�,,, c%tte• PHONE: LICENSED SYSTEMS CONTRACTOR: PHONE:` COMPANY/DBA: ADDRESS:. PERMIT APPLICATION IS FOR: V() NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: Tax Parcel Number: �� c� t - Lot Size: v]_L14l�� Physical Address: % �� BUILDING TYPE:. (Check applicable category) ()0 Residential/Single Family Number of Bedrooms �.- (.) Residential/Multi-Family* Number of Bedrooms. ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) (j() Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: *These systems requir deg&ign b a Registered Professional Engineer SIGNATURE: Date: 2-lb ******************* ************************ ****************************** AMOUNT PAID: l J/ RECEIPT DATE: CHECK #: 307f4,P CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com February 3, 2000 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 Terry Rogers P.O. Box 2240 Aspen, CO 81612 RE: Final of ISDS Permit #1847-99, Tax Parcel #2391-101-01-002. Property location: 230 Spring Park Ranch Rd., El Jebel, CO. Dear Mr Rogers: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate. compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, Janet Kohl Environmental Health Department Eagle County Community Development ENCL: Informational Brochure Final ISDS Permit cc: files Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO Date: July 14, 1999 TO: Stutsman/Gerbaz, Inc. Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division _ RE:. Issuance of Individual Sewage Disposal_System Permit No. 1847-99. Tax Parcel. # 2391-101-01-002. Property Location: 230 Spring Park Ranch Rd., Carbondale, CO., Rogers caretaker unit. Enclosed is your ISDS Permit No. 1847-99. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved: - Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files LKP Engineering, Luiza Petrovska 1(+AKumar &Associates, Inc.° Geotechnical and Materials Engineers 5020 County Road 154 and Environmental Scientists Glenwood Springs, CO 81601 phone: (970) 945-7988 ""'�•� �' fax: (970) 945-8454 email: kaglenwood@kumarusa.com An Employee Owned Company www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Sumni t County, Colorado March 2, 2020 Greg Didier & Terry Rogers c/o Divide Creek Builders Attn: Max Filiss 75 N. 2nd Street, Suite B Carbondale, Colorado 81623 max@dividecreekbuilders.com Project No. 20-7-129 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 5, Spring Park Ranches, Spring Park Ranch Road, Missouri Heights, Eagle County, Colorado Dear Greg & Terry: As requested, Kumar & Associates, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated February 4, 2020. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a one and two story structure over a crawlspace with an attached garage, located on the site as shown on Figure 1. Ground floor will be structural over crawlspace and slab -on -grade in the garage. Cut depths are expected to range between about 3 to 5 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The building area was vacant and vegetated with oak and sage brush. There is an existing two-story barn/residence to the southwest. The building area slopes moderately down to the southeast. There was about 18 inches of snow on the site at the time of our field exploration. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 to 2 feet of topsoil, consist of mostly dense, clayey sand and gravel with cobbles and small boulders. There was two feet of Jensen Homes April20, 1999 Page 2 cobbles and boulders. Results of a gradation analyses performed on samples of the gravels (minus 5 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural gravels designed for an allowable soil bearing -pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural gravels. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site gravels, exclusive of oversized rock, as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath slabs -on -grade to facilitate drainage and act as a leveling course. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in H-P GEOTECH - - .- .1. JJ J rw JLV juwJ "r,r GIYL7II`ICGICII`I47, 11`I4, rr4Ut U l CIVUJOEo January 31, 2000 Ms. Lisa.Haataja 3ensen Homes . 303 AAABC, Suite J J. .Aspen, CO 81611 Dear Lisa: ,At your request, and s� construction site on Lot 5, Sp> visit was to observe the installat during the installation of the sy They installed the syst6i 991 17SD_DWG, dated July 8, V The building sewer line comes t cleanout was located 10 feet no! the garage. The distance betw tank was 85 feet. The septic tail Compartment, precast, concrete+; reviewed from the photdgraph& 11 Su llataon Lot 5, Sgri �k'l'tes Eagle Co�Go1n Project 1t -No. IS47-99 Of Jeff Gerb 0 +0 er 15 1999 we visited the III, 3 9 ;hes, Eagle Co�iC1o: The purpose of our site tic system_ Zu c►a wi i viewed photographs taken r4ici +compliance wi th stem was instal ,west side of th . ,krance, and a se aattouts was 50 v0" est from the b A second AM Umfls for the pump. feet. v The mound ditlmensions't1sod were as slaoi between the laterals was 5 afeetY'v the ainauu capped at the ends. Inspection lied at both �� do not hesib If you have any cluestitl4' � ` ,.: Ao AT" Sincerely, LKP Engineerin , _z�,p• �ulzen Petrovska, Pllll <'t` i"�.. President '-TI yttelltt doSign, Drawing No. M. the alcove -named drawing. g, nAh ofthe entrmce. One was A.'the northwest corner of it Second cleanout to the septic installe€ .1000-gallon, two- instalTcd after our inspection, as e to the 10ound system was 10 drt wjog, except the distance i syOesn. The laterals were -f bed. cc: Nis_ Janet Kohl, Eagle *Dnmental Heal isi ax: 328 0349 .. . {:t�ayr-Ilex\r_taeldoclWPDd{:S9A1;70di,a'pd _ .. _ .r, P.O. Box 2837, Edwards, ►' '1AW`(970) 926-9098 f,4 -.`070J-901i9 Pax, E,maii: lkpeng@slloweap.net .TAN-71 —PPRR MnKi MP • 4RPM Tn- Cnr-i r-' r~nl it i r v �I iS i ~LCGI TLJ onr_r. n Flepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 tec Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com April20, 1999 Jensen Homes Attn: Ken Janckila 303 Aspen Airport Business Center, Suite J Aspen, Colorado 81611 Job No. 199 266 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Garage/Barn, Lot 5, Spring Park Ranches, Eagle County, Colorado Dear Mr. Janckila: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Jensen Homes dated March 25, 1999. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed garage/barn will be a two story wood frame structure located on the site as shown on Fig. 1. Ground floor is proposed to be a dirt barn on the lower level. A portion will have slab -on -grade for office. Cut depths are expected to range between about 3 to 5 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about 175 feet to the southwest of the proposed residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work. The ground surface in the building area is relatively flat with a moderate slope down to the southwest at grades up to about 10%. There is about 4 to 6 feet elevation difference across the building area. The Monarch Ditch is located about 60 feet downhill to the southeast of the proposed building. The lot is vegetated with scruboak, sagebrush, grass and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating one exploratory pit in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 2'/2 feet of topsoil and 1 to 11/2 feet of clay and gravel consist of relatively dense slightly silty sandy gravel with Jensen Homes April20, 1999 Page 2 cobbles and boulders. Results of a gradation analyses performed on samples of the gravels (minus 5 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural gravels designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural gravels. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site gravels, exclusive of oversized rock, as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath slabs -on -grade to facilitate drainage and act as a leveling course. This material should consist of minus 2 inch aggregate with less than 50 % passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in H-P GEOTECH Jensen Homes April20, 1999 Page 3 pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on March 26, 1999 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test ?toles (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about 21/2 feet of topsoil and 11/2 feet of clay and gravel overlying dense sandy gravel with cobbles and boulders. The percolation test results are presented in Table I. The percolation test results indicated an infiltration rate between 60 and 180 minutes per inch with an average of 110 minutes per inch. The tests were conducted in the clay and gravel soils. Due to the relatively slow percolation rate, the percolation holes were deepened and additional percolation tests were conducted in the underlying sandy gravels on April 6, 1999. The additional tests did not percolate. Eagle County may require that a civil engineer design the infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during H-P GEOTECH Jensen Homes. April 20, 1999 Page 4 construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK G Jordy Z. Adamson, Jr. P Reviewed By: Daniel E. Hardin, P.E. JZA/ksm attachments )TEC INC. . n�P.p0 REG/s ,,.....,, ,cam N A 2jS • ;�� ti 2977�, NAI.•EN H-P GEOTECH APPROXIMATE SCALE 1" = 150' ACCESS RANCH ROAD �— EASEMENT SPRING PARK 80 / 80 �Q 70 / / PROPOSED I / GARAGE/BARN / P 3 70 0 N PIT 1 !/ PROFILE PIT / \ P 2A OP 1 \ LOT 5 \\� BUILDING 0 s LOT 6 ENVELOPE ( IILDING MONARCH VELOPE IRRIGATION • DITCH 199 266 1 GEOTECHNICAL, ZINC I ANDAPERCOLATION EXPLORATORY HOLES S 1 Fig. 1 I PIT 1 PROFILE PIT 0 0 5 +4--82 a. ..'j 1 +4--81 a .'' Q• f -200-7 f -200-9 10 10 LEGEND: TOPSOIL; sandy silty clay, organic, medium stiff, moist, dark brown. CLAY AND GRAVEL (CL—GC); silty, sandy, with cobbles and small boulders, stiff, slightly moist to moist, brown to reddish brown. ' GRAVEL (GP —GM); sandy, slightly silty, with cobbles and boulders up to 1 1 /2 feet in size, dense to very dense, slightly moist, reddish brown, subrounded rock. 2" Diameter hand driven liner sample. --1 1 Disturbed bulk sample. _J NOTES: 1. Exploratory pits were excavated on March 25, 1999 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate only to the degree implied by- the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve 199 266 I HEPWORTH - PAWLAK' LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. L -- HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 199 266 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 30 15 5 3/4 5 3/4 60 5 4 1/2 1/2 4 1/2 4 1/4 114 4 1/4 4 1/4 4 3 3/4 114 P-2 38 15 6 3/4 6 3/4 180 6 5314 1/4 5 3/4 5 1/2 1/4 5 1/2 5 1/2 0 5 1 /2 5 1 /2 0 P-3 42 15 7 3/4 71/2 1/4 90 11 71/2 71/2 0 71/2 71/2 0 71/2 7 1/4 1/4 7114 7 1/4 NOTE: Percolation tests were hand dug in the bottom of backhoe pits on March 25, 1999. Percolation tests were conducted on March 26, 1999. The average percolation rate was based on the last three readings of each test. Z-d - O. Cf c6w" Hepworth-Pawlak Ceotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com April20, 1999 Jensen Homes Attn: Ken Janckila 303 Aspen Airport Business Center, Suite J Aspen, Colorado 81611 Job No. 199 266 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Garage/Barn, Lot 5, Spring Park Ranches, Eagle County, Colorado Dear Mr. Janckila: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Jensen Homes dated March 25, 1999. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed garage/barn will be a two story wood frame structure located on the site as shown on Fig. 1. Ground floor is proposed to be a dirt barn on the tower level. A portion will have slab -on -grade for office. Cut depths are expected to range between about 3 to 5 feet. Foundation Ioadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about 175 feet to the southwest of the proposed residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work. The ground surface in the building area is relatively flat with a moderate slope down to the southwest at grades up to about 10%. There is about 4 to 6 feet elevation difference across the building area. The Monarch Ditch is located about 60 feet downhill to the southeast of the proposed building. The lot is vegetated with scruboak, sagebrush, grass and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating one exploratory pit in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 21/2 feet of topsoil and 1 to 1'/2 feet of clay and gravel consist of relatively dense slightly silty sandy gravel with Page 7 the septic tank. We recommend Valley Precast out of Buena Vista be contracted for start-up of the pumping system. Pump Table Dose Range Max = 118.5 gal. (450 GPD x Min. 58 gal. (13 gal x 4) + 6 gal 25% + 6 gal drain back) drain back Dose Setting 75 gallons/dose 6 gallons drain back (60' / 1.5" diameter pump line Float Separation 1500 gallon 2-compartmet Valley 8" on/off float separation Precast concrete septic tank Pump Criteria 27.2 gallons per minute (GPM) 25.5 feet total dynamic head TDH Effluent will be pumped through a 1.5-inch diameter pump line from the pump chamber to an Orenco® automatic distributing valve (ADV), model 6402. This pump line must have a minimum 1 % grade for proper drain back into the tank after each pump cycle. The ADV must be placed a high point in the system and be placed in an insulated riser with access from grade. Screened rock must be placed below the ADV to support the ADV and to assure the clear pipes exiting the ADV remain visible for future inspection and maintenance. Effluent will be pressure dosed to a 12' x 58' partially mounded unlined sand filter. The excavation for the sand filter will begin 2.0-foot below native grade. A minimum of 3-feet of sand filter material will be installed in the over -excavated footprint, resulting in 1-foot of sand filter material extending above native grade. Sand filter material must be clean, coarse sand, all passing a screen having four meshes to the inch. The sand must have an effective size between 0.15 and 0.60 mm. The uniformity coefficient must be 7.0 or less. Material meeting ASTM 33, for concrete sand, with three percent or less fines passing 200 mesh sieve may be used. A gradation of the sand media must be provided. Two laterals will be connected with a level manifold, creating two zones served by the Model 6402 ADV. Laterals used to disperse the effluent must be surrounded by washed coarse screened gravel or crushed stone. All of the gravel or stone must pass a 2'/z-inch screen and must be retained on a 3/-inch screen. The manifold must be 1.5-inches in diameter. Laterals must be 1.5-inches in diameter with 5/32-inch diameter orifices facing down, spaced 3-feet on center (OC). We recommend Orenco® Orifice Shields be installed on the laterals at each orifice. Laterals will begin 2-feet from the edges of the filter, with 2-feet between each zone. Each 1.5-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. A soil separation fabric should be placed over the gravel layer followed by approximately 1-foot of topsoil or other suitable soil able to support vegetative growth. The mound must have a minimum 3:1 slope (horizontal:vertical); therefore, the basal area will extend approximately 9-feet beyond the sand filter on all sides (with a mound height of 3-feet above native grade). Soils in the sloped perimeter areas of the mound must be well draining and able to support vegetative growth. The mound must be crowned in a manner to promote drainage off the STA. Page 8 COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. COMPONENT MANUFACTURER MODEL NO. COMMENTS Septic Tank Valley Precast Item # 1500T-2CP-HH -compartment concrete septic tank with high head pump Pump Orenco® PF300511 '/2 HP 120 Volt Biotube ProPak Pump Orenco® BPP30DD Vault, Filter, Control Panel Package demand dose Tank Risers and Lids Orenco® Double -walled PVC Risers and Lids (24" diameter) ADV Orenco® V6402A 1.5" Inlet and Outlets ADV Riser and Lid Orenco® Double -walled PVC Risers and Lids 30" diameter Orifice Shields Orenco® OS150 1.5 inch diameter 68 total Flushing Assembly Orenco® 1.5" diameter (2) 45' or 90' long sweep only 4 total Construction must be according to Eagle County On -Site Wastewater Treatment System Regulations, the OWTS Permit provided by Eagle County Environmental Health Department, and this design. INSTALLATION CONTRACTOR CBO Inc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. INSTALLATION OBSERVATIONS CBO Inc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. CBO Inc. should be notified 48 hours in advance to observe the installation. In an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line installation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. Page 9 REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the area. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non -biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high-water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, CBO Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Please call with questions. Sincerely, CBO Inc. Carla Ostberg, MPH, REHS Reviewed By: Romeo A. Ba, Page 10 r Pump Selection for a Pressurized System - Single Family Residence Project C1593 / 230 Spring Park Ranch Road Parameters Discharge Assembly Size 1.25 inches 300 Transport Length Before Valve 60 feet Transport Pipe Class 40 Transport Line Size 1.50 inches Distributing Valve Model 6402 Transport Length After Valve 5 feet Transport Pipe Class 40 Transport Pipe Size 1.50 inches Max Elevation Lift 6 feet 250 Manifold Length 3 feet Manifold Pipe Class 40 Manifold Pipe Size 1.50 inches Number of Laterals per Cell 4 Lateral Length 58 feet Lateral Pipe Class 40 Lateral Pipe Size 1.50 inches Orifice Size 5/32 inches 200 Orifice Spacing 3 feet d17 Residual Head 5 feet ILL Flow Meter None inches - 'Addon' Friction Losses 0 feet Tf Calculations Minimum Flow Rate per Orifice 0.68 gpm 150 Number of Orifices per Zone 40 Total Flow Rate per Zone 27.2 gpm Number of Laterals per Zone 2 % Flow Differential Ist/Last Orifice 2.3 % Transport Velocity Before Valve 4.3 fps Transport Velocity After Valve 4.3 fps Frictional Head Losses 100 Loss through Discharge 5.2 feet Loss in Transport Before Valve 2.6 feet Loss through Valve 6.1 feet Loss in Transport after Valve 0.2 feet Loss in Manifold 0.0 feet Loss in Laterals 0.3 feet Loss through Flowmeter 0.0 feet 'Add -on' Friction Losses 0.0 feet Pipe Volumes Vol of Transport Line Before Valve 6.3 gals Vol of Transport Line After Valve 0.5 gals Vol of Manifold 0.3 gals Vol of Laterals per Zone 12.3 gals Total Vol Before Valve 6.3 gals Total Vol After Valve 13.1 gals Minimum Pump Requirements Design Flow Rate 27.2 gpm Total Dynamic Head 25.5 feet 50 0 PumpData PF3005 High Head Effluent Pump 30 GPM, 1/2HP 1151230V 10 601-1z, 200V 30 60Hz PF3007 High Head Effluent Pump 30 GPM, 314HP 230V 10 60Hz, 200/460V 30 60Hz PF3010 High Head Effluent Pump 30 GPM, IHP 230V 10 601-1z, 2001460V 30 60Hz PF3015 High Head Effluent Pump 30 GPM, 1-1/2HP 230V 10 601-1z, 20012301460V 30 60Hz Net Discharge (gpm) Legend tiystem curve: Pum r�Curve: Pump OptimaLapnge: Operatihn ant: Desiaoint: J n -omDOODppo -i(o m,0zK °- � o�oA�o I I� \ D mm Z�N �i mwW Sm a pAZ p'0000 amuCil ymD<� \ CJ.1 �.. yma�' iN�m. o�F�m �I -7 ` \ Ervm 'OC ?<oxp � un A0 z i I\ zm3 (I Zm�o \ \1 X m m 2 m p 0 m y \ 1 r� Cm] Z p m .._...__. 1 ,. \0 m 2,m*c ONUS�3 1 m m o �l �dManla° M, U' k Qx m r v� " ��u 04W ;a - I' -a--- c D p \ z .. 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Carbondale, CO 81623 - 2391-104-01-002 Completed by - Eric Lovgren, Wildfire Mitigation Coordinator Property Photo(s) : accountPicture - Eric Lovgren.ipg Address : TBD Upper Cattle Creek (Spring Park Ranch Rd.) Carbondale, CO 81623 Parcel ID : 2391-104-01-002 Fire District : Roaring Fork Fire and Rescue Date Completed : 08/24/2020 Overall Wildfire Hazard Rating: Moderate Hazard 0812412020 20:43:48 28 Wildfire Hazard Map : _NO HARM2 Eric - Eric Lovgren.ipy Predominant Vegetation Type : mixed tall shrub / aspen, with native grass. (35 points) Average slope (within 200 ft of structure) : 8% to 20% (15 points) Additional Wildfire Hazards: Wildfire Hazards Score (Vegetation + Slope + Hazards) : 50 Building Construction : Access and Infrastructure : One primary road, one emergency access (limited capacity). (3 points), Maintained road base — gravel, 0% to 8% average grade (1 point), Within 100 feet of fairway, water source (stream, lake, pond), or other natural/man-made barrier (3 points), Pond/river/natural water source within 1000 ft (1 point) Improvements Score (Building Construction + Access and Infrastructure) : 8 Overall Wildfire Hazard Rating [Wildfire Hazards - Improvements] : Moderate Hazard [21 to 45 points] Additional Hazards/Observations: Images/Additional Files: 0812412020 20:43:48 28 Defensible Space Requirements: A pre -construction meeting may be required, contact EC Wildfire Mitigation upon issuance of building permit (970-328-8742) Zone 1: Is the area of maximum modification and treatment. The intent of Zone 1 is to reduce fuels that are immediately adjacent to flammable elements of the structure, and to provide a clear access for firefighting operations. Zone 1 is an area measured 30 feet from the edges of the structure. Ideally, all trees within Zone 1 should be removed to reduce the fire hazard. If a tree or cluster of trees must remain, it will be considered as an integral part of the structure and Defensible Space will be measured from the drip line of the tree or tree cluster. Decorative rock or irrigated, mowed grass creates an attractive, easily maintained nonflammable ground cover. All branches that interfere with the structure's roof or chimney must be removed. All ladder fuels (small shrubs, trees, tree limbs and other materials that allow fire to climb into the tree crown) must be removed from beneath the tree or tree cluster. Zone 2: Within this zone, the continuity and arrangement of vegetation is modified to reduce the intensity of any fire approaching the structure. Zone 2 is an area measured 30-100 feet from the edges of the structure (or to property boundaries on smaller lots). Trees and shrubs must be thinned so that there is a minimum of 10 feet between crowns. Crown separation is measured from the furthest branch of one tree to the nearest branch on the next tree. All ladder fuels from under these trees must be removed. All trees must be pruned to at least: 10 feet above the ground, but no more than 1/3 the overall height of the tree (Aspen trees, individual spruce, fir and pine specimens are exempt). The inner portions of Zone 2 must be more heavily thinned than the outer portions. Isolated shrubs may remain provided they are not under tree crowns. These shrubs must be pruned and maintained for vigorous growth. Dead stems and shrubs must be removed. Dead trees, which can fall onto a structure or block an access, must be removed. 0812412020 20:43:48 28 Construction Guidelines for Wildfire Hazard Areas Wildfire Hazard Rating Roofing Decking Soffits/Eaves Siding Low Hazard No Limitations No Limitations No Limitations No Limitations Moderate Hazard Class B fire Ignition resistant Any soffit, eave, or No Limitations rated assembly; construction for roof -extension roof venting in beams, posts, joists, projecting over 48" the soffit shall and decking (trim, from the structure be in the outer fascia, guards and shall be of ignition 1/3, with handrails are resistant non-combustible exempt). Materials construction. vent covers and shall be rated Class metal screening B or better (ASTM with openings E-84 flame spread less than ratio of 26-70) and inch. listed for exterior use High - Extreme Hazard Class A fire Ignition resistant Any soffit, eave, or The exterior of the rated assembly; construction for roof -extension structure is to be of roof venting in beams, posts, joists, projecting from the non-combustible or the soffit shall and decking (trim, structure shall be of ignition resistant be in the outer fascia, guards and ignition resistant material (excluding 1/3, with handrails are construction. trim). non-combustible exempt). Materials vent covers and shall be rated Class metal screening A or better (ASTM with openings E-84 flame spread less than ratio of 0-25) and inch. listed for exterior use Fire Rating (Roof)= Fire ratings for roof coverings are classified either A, B, C or nonrated (Required Standard. (ASTM) E-108). Ignition Resistant Deck Construction - (Required Standard. ASTM E84 and listed for exterior use) Class A Deck Construction (High Hazard Areas) • Decks completely built with non-combustible materials. • Construct a waterproof deck and protect the underside with 5/8" type X gypsum board. Decking can be of any material allowed by code with this method. • Build deck using Type IV (Heavy Timber) construction (Chapter 6 of the 2009 IBC) Joist and beams to be minimum 6"x 10" Decking to be minimum 4"x in depth Posts to be minimum 8"x 8" • Any structural members and decking materials having a flame spread of less than 25. Some accepted materials: Ipe, aka: ironwood, Brazilian Redwood and Brazilian Walnut, Brazilian Koa; Kayu Batu hardwood decking; FRX Exterior fire -retardant treated wood; Exterior FireX by Hoover Mfg.; Sensibuilt Composite Decking by Fiberon. Class B Deck Construction (Moderate Hazard Areas) • Any structural members and decking materials having a flame spread of 26-75. Some accepted materials: Redwood, Douglas -fir, Sitka Spruce (minimum one inch nominal thickness); Trex Transcends FR composite decking; Advantage Ipe® decking by Advantage Lumber. 0812412020 20:43:48 28 Fire Resistive Soffit Construction - • Any option listed above for decks can be used to protect soffits, eaves or roof -projections. • Under Type IV (Heavy Timber) construction, open rafters can be 4"x 6" min. and sheathing can be 2"x T&G Posts supporting roof only, can be 6"x 6". Fire Resistive Siding (some examples include)- • Non-combustible material (ie. stone, brick, cement fiber board, etc.) • 1-hour listed assembly (5/8" type X gypsum board under combustible siding) • Cement Stucco (1/2" min. thickness) • 6+" diameter logs Building Inspection Process - New Building Construction / Exterior Modification / Additions — for all properties in unincorporated Eagle County 4 Initial Site Inspection (Wildfire 1) — In areas of moderate, high, and extreme wildfire hazard you will need to have defensible space established around the new or existing structure. An initial site inspection by the Eagle County wildfire mitigation specialist will determine the parameters for the creation of defensible space on your property. This must be completed prior to footing or foundation inspections. You will need the following prior to this site -visit: • Approved field set of site plans available. • Building corners marked with stakes outlining the approximate footprint of any new structures, drive -way, septic, etc. -i Second Site Inspection (Wildfire 2) — A second visit to your construction site by the wildfire mitigation specialist may be required during the building process. This visit is to confirm that defensible space around the structure is in place prior to adding combustible material to the site. All vegetation marked for removal during the initial site visit must be gone in order to move on to the next step in the mitigation process. 4 Final wildfire inspection (Wildfire Final) — Prior to issuance of Temporary Certificate of Occupancy (TCO) or Certificate of Occupancy (CO), you must be approved by the wildfire mitigation specialist during your final wildfire inspection. The following will be examined to ensure: • That any new landscaping complies with requirements for defensible space (must have approved landscaping plans on site if not complete) • That information about the building, location of water for fire suppression, access, and defensible space boundaries are captured • That no new factors contribute to the overall wildfire hazards on the site Contact Information: Eric Loygren - Wildfire Mitigation Coordinator Eagle County Sustainable Communities (970) 328-8742 Eric. Loyaren(a)eaplecounty. us INF' DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 62.33 ft' • fc ® 28 days; concrete = 6,000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted • Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below grade • Meets C1644-06 for resilient connectors • Inlet and Outlet identified above pipe • Delivered complete with internal piping • Control Panel to be mounted in sight line of tank • 4' Maximum bury depth ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0' — 0" 3' — 0" 1' — 0" 3' — 0" 2' — 0" 4' — 0" 3'— 0" 4'-0" DRY 4' — 0" Top View 2V ClserAccass CL— .: I TANK 24" Minimum / Riser Height fteeuick Dh oonnect Flexible b Ball V" Boot Risers to Grade � �„ D�rgs ., HeW Rubber 1 Saeent 6 4 *SeMae conf rats availabb for malnianance Section View Pump: • Lowers TSS and improves eftient quality to tleld • Complete Installation (wiring, panel, mounting and start-up procedures) • Complete warranty Digging Specs Invert Dimensions Net Capacity Net Weight 13' Long x 8' Wide Inlet Outlet Length Width Min. Height Inlet Side Outlet Total Lid Tank Total 56" below inlet 56" 54"or73" 132" 68" 92" 1002 gal 507 gal 1509 gal 3600 Ibs 11180 Ibs 14980 Ibs Double Walled PVC Riser & Lid Options Poly Lid (Static load tested to 5000 Ibs) • Skid resistance surface • Available in green • Highest level of UV Protection included • Includes a foam gasket for airtight and watertight applications • Includes square drive screws to discourage unauthorized entry • Insulation panels achieve R-10 insulation rating Double Walled PVC Riser �ItiLy)W�W/v�V1/v1yl� 2w of Insulation Standard Orenco ® Durafter m Access Lids (FLD) Not recommended for vehicular traffic 24" and 30" Diameters • Solid, resin -infused fiberglass construction • 20,000-lb breaking strength • Standard green or brown colors • Available with or without urethane lid gasket • Available with carbon filtration • 4 stainless steel flathead socket cap screws & hex • • Available in 24" and 30" Diameter • Cut to length • Sold in +/- 2" increments • Must be cut between ribs key wrench Insulated lids available - 2" or 4" (719) 3954764 28005 Co. Rd. 317 P.O. Box925 Fax: (719) 395.3727 Buena VkA% CD 81211 Webelie: www.valleyprec astoom Email: frontdesk@valleyprecastcom BiotubeO ProPak Pump Packager"" 60-Hz Series Pump Packages Float brack Suppi Pumt Float Float: Float Vault 4-in. turbir Biotul cartrii Control panel External splice box Riser lid (Optional; internal splice (not included) Biotube® ProPakTm pump package components. General Orenco's Biotube° ProPak'' is a complete, integrated pump package for filtering and pumping effluent from septic tanks. And its patented pump vault technology eliminates the need for separate dosing tanks. This document provides detailed information on the ProPak pump vault and filter, 4-in. (100-mm) 60-Hz turbine effluent pump, and control panel. For more information on other ProPak components, see the following Orenco technical documents: of . Float Switch Assemblies (NSU-MF-IVF-1) t) • Discharge Assemblies (NTD-HV-HV-1) ge • Splice Boxes (NTD-S13-SB-1) 'ly • External Splice Box (NTD-S13-SB-1) Applications The Biotube ProPak is designed to filter and pump effluent to either gravity or pressurized discharge points. It is intended for use in a septic tank (one- or two -compartment) and can also be used in a pump tank. The Biotube ProPak is designed to allow the effluent filter to be removed for cleaning without the need to remove the pump vault or pump, simpli- fying servicing. Complete packages are available for on -demand or timed dosing sys- tems with flow rates of 20, 30, and 50-gpm (1.3, 1.9, and 3.2 Usec), as well as with 50 Hz and 60 Hz power supplies. Standard Models BPP20DD, BPP20DD-SX, BPP30TDA, BPP30TDD-SX, BBPP50TDA, BPP50TDD-SX Product Code Diagram BPP ❑ ❑ - ❑❑ nd I Standard options: Blank = 57-in. (1448-mm) vault height, internal splice box, standard discharge assembly 68 = 68-in. (1727-mm) vault height SX = external splice box CW = cold weather discharge assembly DB = drainback discharge assembly Q = cam lock MFV = non -mercury float notor Control panel application: DD = demand -dosing TDA = timed -dosing, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters Pump flow rate, nominal: 20 = 20 gpm (1.3 Usec) 30 = 30 gpm (1.9 Usec) 50 = 50 gpm (3.2 Usec) I Biotubeg ProPak" pump vault Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev.1.2, © 08/14 Page 1 of 4 ProPaWm Pump Vault Biotube® Filter Cartridge Materials of Construction Materials of Construction Vault body Polyethylene Filter tubes Polyethylene Support pipes PVC Cartridge end plates Polyurethane Dimensions, in. (mm) Handle assembly PVC A - Overall vault height 57 (1448) or 68 (1727) Dimensions, in. (mm) B - Vault diameter 17.3 (439) A - Cartridge height 18 (457) C - Inlet hole height 19 (475) B - Cartridge width 12 (305) D - Inlet hole diameter (eight holes total) 2 (50) Performance E - Vault top to support pipe bracket base 3 (76) Biotube® mesh opening 0.125 in. (3 mm)* F - Vault bottom to filter cartridge base 4 (102) Total filter flow area 4.4 ft2 (0.4 m2) Total filter surface area 14.5 ft2 (1.35 m2) Maximum flow rate 140 gpm (8.8 Usec) '0.062-in. (1.6-mm) filter mesh available f 1-0 B0. 1-4B �I ProPakTm pump vault (shown with Biotube filter and effluent pump) Biotube® filter cartridge (shown with float switch assembly) NTD-BPP-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev.1.2, © 08/14 Page 2 of 4 4-in. (100-mm) Turbine Effluent Pumps Orenco's 4-in. (100 mm) Turbine Effluent Pumps are constructed of lightweight, corrosion -resistant stainless steel and engineered plastics; all are field -serviceable and repairable with common tools. All 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, and meet UL requirements. Power cords for Orenco's 4-in. (100-mm) turbine effluent pumps are Type SOOW 600-V motor cable (suitable for Class 1, Division 1 and 2 applications). Materials of Construction Discharge: Stainless steel or glass -filled polypropylene Discharge bearing: Engineered thermoplastic (PEEN Diffusers: Glass -filled PPO Impellers: Acetal (20-, 30-gmp), Noryl (50-gpm) Intake screens: Polypropylene Suction connection: Stainless steel Drive shaft: 300 series stainless steel Coupling: Sintered 300 series stainless steel Shell: 300 series stainless steel Lubricant: Deionized water and propylene glycol Specifications Nam. flow, Length gpm (Usec) in. (mm) Weight Discharge Impellers lb (kg) in., nominal' 20(1.3) 22.5 (572) 26 (11) 1.25 4 30 (1.9) 21.3 (541) 25 (11) 1.25 3 50(3.2) 20.3 (516) 27 (12) 2.00 2 Performance Nom. flow, hp (kW) gpm (Usec) Design Rated Min liquid flow amps cycles/day level, in. (mm) 2 20(1.3) 0.5 (0.37) 12.3 300 18 (457) 30(1.9) 0.5 (0.37) 11.8 300 20 (508) 50(3.2) 0.5 (0.37) 12.1 300 24 (610) Discharge is female NPT threaded, U.S. nominal size, to accommodate Orencoo discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect discharge assemblies to metric -sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® ProPakTM Pump vault. Pump Curves Pump curves, such as those shown here, can help you determine the best pump for your system. Pump curves show the relationship between flow (gpm or Usec) and pressure (TDH), providing a graphical representation of a pump's performance range. Pumps perform best at their nominal flow rate, measured in gpm or Usec. 140 a 120 ,C 100 a m 80 n E 60 c 40 20 Flow in liters per second (L/sec) 0.63 1.26 1.89 2.52 3.15 3.79 4.42 10 20 30 40 50 60 70 Flow in gallons per minute (gpm) 43 m 37 as I; ,c 30 Z 0 a 24 m r 0 18 R a 12 w t� 6 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev.1.2, © 08/14 Page 3 of 4 Control Panel (Demand Dose) Orenco's ProPak'" demand dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as demand dosing from a septic tank into a conventional gravity drainfield. Control Panel (Timed Dose) Orenco's ProPak timed dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as timed dosing from a septic tank into a pressurized drainfield or mound. Analog or digital timers are available. Materials of Construction Materials of Construction Enclosure UV -resistant fiberglass, UL Type 4X Enclosure UV -resistant fiberglass, UL Type 4X Hinges Stainless steel Hinges Stainless steel Dimensions, in. (mm) Dimensions, in. (mm) A - Height 11.5 (290) A - Height 11.5 (290) B - Width 9.5(240) B - Width 9.5(240) C - Depth 5.4(135) C - Depth 5.4(135) Specifications Specifications Panel ratings 120 V, 3/4 hp (0.56 k",14 A, single phase, 60 Hz Panel ratings 120 V, 3/4 hp (0.56 k",14 A, single phase, 60 Hz 1. Motor -start contactor 16 FLA,1 hp (0.75 kW), 60 Hz; 2.5 million cycles Dual -mode Programmable for timed- or demand -dosing at FLA (10 million at 50% of FLA) (digital timed -dosing panels only) 2. Circuit 120 V, 10 A, OFF/ON switch, Single pole breakers 1 a. Analog timer 120 V, repeat cycle from 0.05 seconds to 30 3. Toggle switch Single -pole, double -throw HOA switch, 20 A (not shown) hours. Separate variable controls for OFF and ON time periods 4. Audio alarm dB at 24 in. (600 mm), warble tone sound, UL Type 4X Ty 1 b. Digital timer 120-V programmable logic unit with built-in LCD (shown below) screen and programming keys. Provides control 5. Audio alarm 120 V, automatic reset, DIN rail mount silence functions and timing for panel operation relay 2. Motor -start contactor 16 FLA, 1 hp (0.75 k", 60 Hz; 2.5 million cycles 6. Visual alarm 7/8-in. (22-mm) diameter red lens, "Push -to -silence," at FLA (10 million at 50% of FLA) 120 V LED, UL Type 4X 3. Circuit breakers 120 V, 10 A, OFF/ON switch. Single pole 120 V 4. Toggle Switch Single -pole, double -throw HOA switch, 20 A 5. Audio alarm 95 dB at 24 in. (600 mm), warble -tone sound, UL Type 4X 6. Visual alarm 7/8-in. (22-mm) diameter red lens, "Push -to -silence", 120 V LED, UL Type 4X Control panel, demand -dose © _GA O 4 Control panel, timed -dose (digital timer model shown) NTD-BPP-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev. 1.2, © 08114 Page 4 of 4 PF Series 4-inch (100-mm) Submersible Effluent Pumps Applications Our 4-inch (100-mm) Submersible Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks or separate dosing tanks. All our pumps are constructed of lightweight, corrosion -resistant stainless steel and engineered plastics; all are field - serviceable and repairable with common tools; and all 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, meeting UL requirements. Orenco's Effluent Pumps are used in a variety of applications, including pressurized drainfields, packed bed filters, mounds, aerobic units, effluent irrigation, effluent sewers, wetlands, lagoons, and more. These pumps are designed to be used with a Biotube® pump vault or after a secondary treatment system. — Discharge Connection Bypass Orifice Franklin Liquid End — Suction Connection Franklin Super Stainless Motor Powered by S�® Franklin Electric C us LR80980 LR2053896 Features/Specifications To specify this pump for your installation, require the following: • Minimum 24-hour run -dry capability with no deterioration in pump life or performance' • Patented 1/8-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and to prevent air bind • Liquid end repair kits available for better long-term cost of ownership • TRI-SEALTM floating impeller design on 10, 15, 20, and 30 gpm (0.6,1.0, 1.3, and 1.9 Usec) models; floating stack design on 50 and 75 gpm (3.2 and 4.7 Usec) models • Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling • Type SOOW 600-V motor cable • Five-year warranty on pump or retrofit liquid end from date of manu- facture against defects in materials or workmanship " Not applicable for 5-hp (3.73 kM models Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call Orenco. Product Code Diagram PF❑❑❑❑-❑ TC,rd length, ft (m):t Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) Voltage, nameplate: 1 = 115' 200 = 200 2 = 230t 4 = 460 Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz 5 = single-phase 50 Hz Horsepower (k": 03 = 'h hp (0.25) 05 = %2 hp (0.37) 07 = a/a hp (0.56) 10 = 1 hp (0.75) 15 = 1-'h hp (1.11) 20 = 2 hp (1.50) 30 = 3 hp (2.24) 50 = 5 hp (3,73) Nominal flow, gpm (Usec): 10 = 10 (0.6) 15 = 15 (1.0) 20 = 20 (1.3) 30 = 30 (1.9) 50 = 50 (3.2) 75 = 75 (4.7) Pump, PF Series "/z-hp (0.37kq only 220 volts for 50 Hz pumps ,Note: 20-foot cords are available only for single-phase pumps through 1-1h hp Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PD-PF-1 Rev. 2.2, © 09/14 Page 1 of 6 Specifications, 60 Hz L Q Cm O WIlN Pump Model m -0, � CM Ea N C O � O O Cm 0 'y Q E CA C cc X d • N Z. � L v� _ � ^ Cr ,C � a M LM \C T PF100511 10(0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 1/4 in. GFP 23.0 (660) 16 (406) 26 (12) 300 PH 00512 10(0.6) 0.50 (0.37) 1 230 240 6.3 6.3 6 1 1/4 in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10(0.6) 0.50 (0.37) 3 200 208 3.8 3.8 6 1 1/4 in. GFP 23.0 (660) 16 (406) 26 (12) 300 PH 00712 4.5 10(0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 1/4 in. GFP 25.9 (658) 17 (432) 30 (14) 300 PF10073200 4,5 10(0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 1/4 in. GFP 25.4 (645) 17 (432) 31 (14) 300 PH 01012 5.6 10(0.6) 1.00 (0.75) 1 230 240 9.6 9.6 9 1 1/4 in. GFP 27.9 (709) 18 (457) 33 (15) 100 PH 0103200 5.6 10(0.6) 1.00 (0.75) 3 200 208 5.5 5.5 9 1 1/4 in. GFP 27.3 (693) 18 (457) 37 (17) 300 PH 02012 5, 6, 7, a 10(0.6) 2.00 (1.49) 1 230 240 12.1 12.1 18 1 1/4 in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5.6.8 10(0.6) 2.00 (1.49) 3 230 240 7.5 7.6 18 1 1/4 in. SS 37.9 (963) 20 (508) 44 (20) 300 PH 0203200 s, 6. 8 10(0.6) 2.00 (1.49) 3 200 208 8.7 8.7 18 1 1/4 in. SS 37.9 (963) 20 (508) 44 (20) 300 PF150311 15 (1.0) 0.33 (0.25) 1 115 120 8.7 8.8 3 1 1/4 in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 1/4 in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF200511 20 (1.3) 0.50 (0.37) 1 115 120 12.3 12.5 4 1 1/4 in. GFP 22.3 (566) 18 (457) 25 (11) 300 PF200512 20 (1.3) 0.50 (0.37) 1 230 240 6.4 6.5 4 1 1/4 in. GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1.3) 0.50 (0.37) 3 200 208 3.7 3.8 4 1 1/4 in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4.5 20 (1.3) 1.00 (0.75) 1 230 240 10.5 10.5 7 1 1/4 in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4.5 20 (1.3) 1.00 (0.75) 3 200 208 5.8 5.9 7 1 1/4 in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4,5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 1/4 in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4.5 20 (1.3) 1.50 (1.11) 3 200 208 7.1 7.2 9 1 1/4 in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.50 (0.37) 1 115 120 11.8 11.8 3 1 1/4 in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.50 (0.37) 1 230 240 6.2 6.2 3 1 1/4 in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.50 (0.37) 3 200 208 3.6 3.6 3 1 1/4 in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF300712 30 (1.9) 0.75 (0.56) 1 230 240 8.5 8.5 5 1 1/4 in. GFP 24.8 (630) 21 (533) 29 (13) 300 PF30073200 30 (1.9) 0.75 (0.56) 3 200 208 4.9 4.9 5 1 1/4 in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF301012 4 30 (1.9) 1.00 (0.75) 1 230 240 10.4 10.4 6 1 1/4 in. GFP 27.0 (686) 22 (559) 32 (15) 100 PF30103200 4 30 (1.9) 1.00 (0.75) 3 200 208 5.8 5.8 6 1 1/4 in. GFP 26.4 (671) 22 (559) 33 (15) 300 PF3015121.5 30 (1.9) 1.50 (1.11) 1 230 240 12.6 12.6 8 1 1/4 in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF30153200 4.5 30 (1.9) 1.50 (1.11) 3 200 208 6.9 6.9 8 1 1/4 in. GFP 29.8 (757) 22 (559) 34 (15) 300 PF301534 4.5 30 (1.9) 1.50 (1.11) 3 460 480 2.8 2.8 8 1 1/4 in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5,6-' 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 1/4 in. SS 35.5 (902) 26 (660) 44 (20) 100 PF30203200 5,6 30 (1.9) 2.00 (1.49) 3 200 208 9.3 9.3 10 1 1/4 in. SS 34.0 (864) 24 (610) 41 (19) 300 PF303012 5,6,1.E 30 (1.9) 3.00 (2.23) 1 230 240 16.8 16.8 14 1 1/4 in. SS 44.5 (1130) 33 (838) 54 (24) 100 PF303032 5.6,8 30 (1.9) 3.00 (2.23) 3 230 240 10.0 10.1 14 1 1/4 in. SS 44.3 (1125) 27 (686) 52 (24) 300 PF305012 5.6,1.8 30 (1.9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 1/4 in. SS 66.5 (1689) 53 (1346) 82 (37) 100 PF305032 5.6.8 30 (1.9) 5.00 (3.73) 3 230 240 16.6 16.6 23 1 1/4 in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF30503200 5,6.8 30 (1.9) 5.00 (3.73) 3 200 208 18.7 18.7 23 1 1/4 in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF500511 50(3.2) 0.50 (0.37) 1 115 120 12.1 12.1 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500512 50(3.2) 0.50 (0.37) 1 230 240 6.2 6.2 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500532 50(3.2) 0.50 (0.37) 3 230 240 3.0 3.0 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF50053200 50(3.2) 0.50 (0.37) 3 200 208 3.7 3.7 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500534 50(3.2) 0.50 (0.37) 3 460 480 1.5 1.5 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500712 50(3.2) 0.75 (0.56) 1 230 240 8.5 8.5 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF500732 50(3.2) 0.75 (0.56) 3 230 240 3.9 3.9 3 2 in. SS 23.7 (602) 25 (635) 32 (15) 300 PF50073200 50(3.2) 0.75 (0.56) 3 200 208 4.9 4.9 3 2 in. SS 23.1 (587) 26 (660) 32 (15) 300 NTD-PU-PF-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev. 2.2, © 09/14 Page 2 of 6 Specifications, 60 Hz (continued) ~- E N N N@ E N y C. c^ c y cm H E (D rn° M c a aE C "- N Q fA N i j 1Gam.. cc ECM M + ,E (aLM C. 'O A R C e ^2 .�.. G = Pump Model Z> Q G cE6 J C PF500734 50(3.2) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 PF501012 50(3.2) 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF50103200 50(3.2) 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF501034 50(3.2) 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF5015124 50(3.2) 1.50 (1.11) 1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 PF501532004 50(3.2) 1.50 (1.11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 PF503012 4.1.7, 8 50(3.2) 3.00 (2.23) 1 230 240 17.7 17.7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 100 PF50303200 4-5.8 50(3.2) 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4, 5. 8 50(3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 PF505012 5,6,7,8 50(3.2) 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 PF505032 5,6,7,8 50(3.2) 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 49 (1245) 64 (29) 300 PF751012 75(4.7) 1.00 (0.75) 1 230 240 9.9 10.0 3 2 in. SS 27.0 (686) 27 (686) 34 (15) 100 PF751512 75(4.7) 1.50 (1.11) 1 230 240 12.1 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 Specifications, 50 Hz Pump Model PF100552 10(0.6) 0.50 (0.37) 1 220 230 3.9 4.1 6 1 '/4 in. GFP 23.0 (584) 17 (432) 26 (12) 300 PF100752 4. 5 10(0.6) 0.75 (0.56) 1 220 230 6.2 6.2 9 1 '/4 in. GFP 26.8 (658) 17 (432) 30 (14) 300 PF101552 5.6 10(0.6) 1.50 (1.11) 1 220 230 10.5 11.4 18 1 '/ in. SS 39.5 (1003) 22 (559) 46 (21) 300 PF300552 30(1.9) 0.50 (0.37) 1 220 230 4.1 4.1 4 1 '/4 in. GFP 22.5 (572) 19 (483) 26 (12) 300 PF300752 30(1.9) 0.75 (0.56) 1 220 230 6.1 6.1 5 1 '/4 in. GFP 24.8 (630) 19 (483) 29 (13) 300 PF301052 30(1.9) 1.00 (0.75) 1 220 230 7.4 7.4 7 1 '/4 in. GFP 28.4 (721) 20 (508) 32 (15) 100 PF301552 4,5 30(1.9) 1.50 (1.11) 1 220 230 9.3 9.3 8 1 '/4 in. GFP 35.4 (899) 24 (610) 40 (18) 100 PF500552 50(3.2) 0.50 (0.37) 1 220 230 4.0 4.0 2 2 in. SS 20.3 (516) 25 (635) 29 (13) 300 PF500752 50(3.2) 0.75 (0.56) 1 220 230 6.3 6.4 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF501052 50(3.2) 1.00 (0.75) 1 220 230 7.3 7.4 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF501552 50(3.2) 1.50 (1.11) 1 220 230 9.1 9.1 5 2 in. SS 32.5 (826) 30 (162) 42 (19) 100 PF751052 75(3.2) 1.00 (0.75) 1 220 230 7.3 7.3 4 2 in. SS 30.0 (762) 27 (686) 34 (15) 100 1 GFP = glass -filled polypropylene; SS = stainless steel. The 1 N-in. NPT GFP discharge is 2 718 in. octagonal across flats; the 1 N-in. NPT SS discharge is 2 118 in. octagonal across flats; and the 2-in. NPT SS discharge is 2 718 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate OrencoO discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect hose and valve assemblies to metric -sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco BiotubO Pump Vault or Universal Flow Inducer. In other applications, minimum liquid level should be top of pump. Consult Orenco for more information. 3 Weight includes carton and 1 D-ft (3-m) cord. 4 High-pressure discharge assembly required. 5 Do not use cam -lock option (0) on discharge assembly. 6 Custom discharge assembly required for these pumps. Contact Orenco. 7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco. 8 Torque locks are available for all pumps, and are supplied with 3-hp and 5-hp pumps. Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTO-PU-PF-1 Rev. 2.2, © 09/14 Page 3 of 6 Materials of Construction Discharge Glass -filled polypropylene or stainless steel Discharge bearing Engineered thermoplastic (PEEK) Diffusers Glass -filled PPO (Noryl GFN3) Impellers Celcon® acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 Intake screen Polypropylene Suction connection Stainless steel Drive shaft 7/16 inch hexagonal stainless steel, 300 series Coupling Sintered stainless steel, 300 series Shell Stainless steel, 300 series Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication. Hermetically sealed motor housing ensures moisture -free windings. All thrust absorbed by Kingsbury -type thrust bearing. Rated for continuous duty. Single- phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security. Single-phase motors through 1.5 hp (1.11 k" have built-in thermal overload protection, which trips at 203-221 ° F (95-105° C). Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow (gpm or Usec) and pressure (total dynamic head, or TDH), providing a graphical representation of a pump's optimal performance range. Pumps perform best at their nominal flow rate — the value, measured in gpm, expressed by the first two numerals in an Orenco pump nomenclature. The graphs in this section show optimal pump operation ranges with a solid line. Flow flow rates outside of these ranges are shown with a dashed line. For the most accurate pump specification, use Orenco's PumpSelect'" software. Pump Curves, 60 Hz Models 800 700 c 600 500 a �c 400 300 -tam 200 1� 100 MIN 0 160 PF15 Series, 60 Hz, 0.3 hp 140 c 120 100 a 80 60 a 40 w 1° 20 0L 2 4 6 8 10 12 14 Of 0 3 6 9 12 15 18 21 24 Flow in gallons per minute (gpm) Flow in gallons per minute (gpm) NTD-PU-PF-1 Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev. 2.2, © 09/14 Page 4 of 6 60 Hz Models (continued) 400 350 w m c 300 250 a 200 150 a 100 50 0L 0 450 400 m 350 ,C 300 C" a 250 R as 200 = 150 ate. v 100 F° 50 0L 0 i PF20 Series, 60 Hz, 0.5 -1.5 hp 5 10 15 20 25 30 35 40 Flow in gallons per minute (gpm) PF50 Series, 60 Hz, 0.5 - 5.0 hp - 10 20 30 40 50 60 70 80 90 Flow in gallons per minute (gpm) auu 800 w m 700 600 500 m t 400 300 a 200 F° 100 i PF3050 -- PF36 Series, 60 Hz, 0.5 - 5.0 h 01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1-1 1 1 0 5 10 15 20 25 30 35 40 45 Flow in gallons per minute (gpm) 100 90 a� .ti 80 ,c 70 O 60 a ce = 50 c� 40 �n Cz. a 30 c 20 a I PF75 Series, 60 Hz,1.0 -1.5 hp - 10 0L-1- -11-1 11 H- I - 1+1�-+1411- 0 10 20 30 40 50 60 70 80 90 100 Flow in gallons per minute (gpm) Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 5 of 6 Pump Curves, 50 Hz Models Flow in gallons per minute (gpm), nominal 180 1.6 3.2 4.8 6.3 7.9 9.5 11 13 160 y w 149 m .c 120 Z C �100 a aRi c 80 EE e 60 c 40 20 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 45 7.9 16 24 32 40 48 56 63 40 35 E 30 C 25 a R m 20 15 a c10 oEL.1--EL� I fl± +Im 0 0.5 1.0 1.5 20 2.5 3.0 3.5 4.0 4.5 Flow in liters per second (L/sec) 120 Flow in gallons per minute (gpm), nominal 6.3 13 19 25 32 525 m - - - c 100 y 459 c w c Q m � 394 ,m E 80 PF301552 328 = --._._........_._. w 60 PF301052 262 Uc UQ U 197 c 40 PF300752 _ ... PF300552 137 a'' m _........,_; __......._._ 66 20 3 2 0L 0 I PF30 Series, 50 Hz, 0.37 -1.11 kW 328 c 0 c 262 w .c 197 C a d v 131 e 66 0.4 0.8 1.2 1.6 20 24 Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 10 19 29 38 48 57 67 76 86 PF75 Series, 50 Hz, 0.75 kW 89 .c 79 c e 69 59 0 49 a m 39 U 30 C 20 a 0 0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4 6.0 Flow in liters per second (L/sec) a NTD-PU-PF-1 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev. 2.2, © 09114 Page 6 of 6 This article may describe design criteria that was in effect at the time the article was written. FOR CURRENT DESIGN CRITERIA, call Orenco Systems, Inc. at 1-800-348-9843. P Orenco Automatic Distributing Valve Assemblies For Wastewater Effluent Systems Introduction Orenco's automatic distributing valve assemblies, pressurized with small high -head effluent pumps, are useful for distributing effluent to multiple zones. These zones can be segments of sand filter manifolds, drainfields, or other effluent distribution systems. Distributing valve assemblies can substantially simplify the design and installation of a distribution sys- tem and reduce installation costs. This is particularly true where a distributing valve assem- bly is used instead of multiple pumps and/or electrically operated valves. Additionally, a reduction in long term operation and maintenance costs is realized due to a reduced size and/or number of pumps. More even distribution can be achieved on sloping sites by zoning laterals at equal elevations. This eliminates drainback to lower lines and the unequal distrib- ution of effluent that occurs at the beginning of a cycle. Valve Operation The valve itself has only a few moving parts, requires no electricity, and alternates automati- cally each cycle. Refer to Figure 1 for the following valve operation description. The flow of the incoming effluent forces the rubber flap disk O to seat against the valve bottom ©. The opening © in the rubber flap disk aligns with an opening in the valve bottom to allow flow to only one valve outlet. The stem O houses a stainless steel spring which pushes the rubber flap disk away from the valve bottom after the flow of effluent stops. The stem acts as a cam follower and rotates the rubber flap disk as the stem is raised and lowered through the cam ©. The force from the flow of effluent pushes the stem down through the cam and the stainless steel spring pushes the stem back up through the cam when the flow of effluent stops. Each linear motion of the stem allows the rubber flap disk to rotate half the distance necessary to reach the next outlet. When there is no flow, the rubber flap disk is in the "up" position and is not seated against the valve bottom. Figure 1: 6000 Series Valve ----------1 .MNLIV asp Orenco Systems' Incorporated 1-800-348-9843 NTP-VA-1 Rev.1.2, ©11/03 Orenco Systems®, Inc. Page 1 of 6 Figure 2: Orenco Distributing Valve Assembly (6000 Series Valve) The Distributing Valve Assembly The Orenco Automatic Distributing Valve Assembly combines the distributing valve itself and sever- al other components to give a complete preassembled unit that is easy to install, monitor, and main- tain. Figure 2 shows a complete assembly. Because distributing valves with several outlets can be difficult to line up and glue together in the field, the discharge lines in the assemblies are glued in place at Orenco. The unions (1) allow removal and maintenance of the valve. The clear PVC pipe sections (2) give a visual check of which discharge line is being pressurized. The inlet ball valve (3) allows a quick, simple method to test for proper valve cycling. The ball valve also stops the flow of effluent in case the pump is activated unexpectedly during maintenance or inspection. Check valves may be necessary on the discharge lines. Use of check valves is discussed in the valve positioning section. Valve Assembly Hydraulics Liquid flowing through the valve assembly must pass through fairly small openings and make several changes in direction. Because of this, headlosses through the valve assembly are fairly high. Table 1 gives the headloss equations for several different assemblies and Figure 3 shows the graphical repre- sentations of these equations. Orenco recommends that high -head turbine pumps be used to pressur- ize the valve assemblies to ensure enough head is available for proper system operation. High -head turbine pumps are also recommended because the use of a distributing valve usually requires more frequent pump cycling. The high -head turbine pumps are designed for high cycling systems and will outlast conventional effluent pumps by a factor of 10 or more in a high cycling mode. Furthermore, the high -head turbine pump intake is 12 inches or more above the bottom of the pump and tends to prevent any settled solids from being pumped into the distribution valve and obstructing its opera- tion. A minimum flow rate through the distributing valve is required to ensure proper seating of the rubber flap disk. Minimum flow rates for the various models are given in Table 1. NTP-VA-1 Rev.1.2, ©11/03 Orenco Systems®, Inc. Page 2 of 6 Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series F4uation Operating Range (0m), V4400A HL = 0.085 x Q 1.45 10 - 40 V4600A HL = 0.085 x Q1.58 10-25 V6400A HL = 0.0045 x Q2 + 3.5 x (1- e 0.06Q) 15 - 70 V6600A HL = 0.0049 x Q2 + 5.5 x (1 - e 0.1Q) 15 - 70 35 30 E U) 25 Q 20 a 15 10 0 0 —j 5 ca 0 0 V6600A V4400A 000000, V6400A V4600A = 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) Figure 3: Automatic distributing valve assembly headloss curves The Pumping System Although the distributing valve was designed for the irrigation industry, it has started to gain fairly wide acceptance in the effluent pumping industry. However, because of the mechanical movements of the valve, it is necessary to take steps to prevent solids from reaching the distributing valve that may impede the operation of the valve. Orenco Biotube® Pump Vaults — when properly sized and installed — provide the necessary protection to prevent valve malfunction. The Biotube® pump vault accepts effluent only from the clear zone between a tank's scum and sludge layers and then filters this effluent through a very large surface area screen cartridge. Without this protection in effluent systems, the valve has very little chance of reliable long-term operation. NTP-VA-1 Rev. 1.2, ©11/03 Orenco Systems®, Inc. Page 3 of 6 Valve Positioning The physical position of the valve in relation to the pump and the discharge point is very important for proper valve operation. The most reliable operation occurs when the valve is placed at the high point in the system and as close to the pump as possible. The transport line between the pump and valve should be kept full if possible. If the line is empty at the beginning of each cycle, pockets of air during filling can cause random rotation of the valve. The valve is particularly vulnerable to this erratic rotation with empty lines that are long and not laid at a constant grade. An ideal valve loca- tion is shown in Figure 4. If the final discharge point is more than about 2 feet above the valve and the system does not drain back into the dosing tank, check valves should be installed on the lines immediately following the valve and a pressure release hole or line should be installed just prior to the valve. This pressure release hole or line can go into a return line to the dosing tank or to a "minidrainfield" near the valve. In order for the valve to rotate reliably, no more than about 2 feet of head should remain against the valve to allow the rubber flap disk to return to its up position. In many cases, it may take from one minute to several minutes for the pressure in the valve to be lowered enough for proper rotation to occur. Special care should be taken when installing systems controlled by programmable timers to ensure cycling does not occur too rapidly. Figure 5 illustrates a valve assembly using check valves. Pumping downhill to the valve should be avoided unless the transport line is very short and the ele- vation between the discharge line out of the tank and the valve is less than about 2 feet. If the valve is located many feet below the dosing tank, random cycling may occur while the transport line drains through the valve at the end of the cycle. A pressure sustaining valve located just before the distrib- uting valve may overcome this problem in some instances. Transport Line Dosing Tank Figure 4: Ideal valve location Distributing Valve Assembly Discharge NTP-VA-1 Rev.1.2, ©11/03 Orenco Systems®, Inc. Page 4 of 6 System Startup Refer to the Hydrotek Valve booklet that is provided with the distributing valve assembly for the sequencing of the valve outlets. The transport line should always be flushed with clean water before installing the valve. Any sand, gravel, or other foreign objects that may have been in the pipe during installation can easily become lodged in the distributing valve, causing malfunction. With the pump running, alternately close and open the ball valve on the distributing valve assembly to check proper rotation of the valve. (Note: If check valves are used on the lines after the distribut- ing valve, the pump may need to be turned on and off to allow the pressure to be released from the valve.) If visual operation of which zone is operating is not possible, watch the clear pipe on each line for indication of which zone is operating. Figure 5: Valve assembly below final discharge point Maintenance Annually check for proper operation by following procedures listed in the Hydrotek Valve booklet and system startup procedures listed above. Troubleshooting 1. PROBLEM: Valve does not change or cycle to next zone or outlet CAUSE: The stem and disk assembly is not rotating when water flow is turned off and then back on. SOLUTION 1: Ensure that there is no debris inside the cam. Clean and carefully reinstall the cam. SOLUTION 2: If fewer than the maximum number of outlets are being used, check the installation of the cam. Ensure that the stem and disk assembly is not being held down by an improperly installed cam. Refer to the cam replacement instructions. NTP-VA-1 Rev.1.2, ©11/03 tlrenco Systems', Inc. Page 5 of 6 SOLUTION 3: Remove the valve top and check for proper movement of stem and disk assembly. Check for and remove any debris or foreign objects that may jam or retard the movement of the disk. SOLUTION 4: Check for freedom of movement of stem and disk assembly up and down over the center pin in bottom of valve. Scale deposits may build up on the pin and hold stem and disk assembly down. Clean pin and again check for freedom of movement. SOLUTION 5: Be sure that all operating outlets are not capped and that the flow to operating zones is not restricted in any manner. This would cause pressure to build up in the valve and lock the stem and disk assembly in the down position. SOLUTION 6: The backflow of water from uphill lines may be preventing the valve from cycling properly. This can happen when the valve is placed too far below an elevated line. If the valve cannot be placed close to the high point of the system, a check valve should be installed near the valve in the outlet line that runs uphill from the valve and a drain line installed just prior to the valve to relieve the pressure. 2. PROBLEM: Water comes out of all the valve outlets CAUSE: Stem and disk assembly not seating properly on valve outlet. SOLUTION 1: Check for sufficient water flow. A minimum flow rate is required to properly seat the disk as shown in Table 1. SOLUTION 2: Remove the valve top and check the inside walls to ensure that nothing is interfering with the up and down movement of the stem and disk assembly inside the valve. SOLUTION 3: Make sure that the operating outlets are not capped and that the flow to the operat- ing zones are not restricted in any manner. 3. PROBLEM: Valve skips outlets or zones CAUSE: Pumping into an empty transport line — especially downhill — may cause the valve to skip outlets from pockets of air allowing the rubber flap disk to raise during a cycle. SOLUTION 1: Keep the transport line full. SOLUTION 2: If the line must remain empty between cycles, use a larger diameter transport line laid at a constant grade to prevent air pockets from forming. CAUSE: The stem and disk assembly is being advanced past the desired outlet. SOLUTION 1: Ensure that the correct cam for the desired number of zones is installed and that the outlet lines are installed to the correct outlet ports of the valve as indicated by the zone numbers on the top of the cam. NTP-VA-1 Rev.1.2, 011/03 Orenco Systems®, Inc. Page 6 of 6 PIP Distributing Valves Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. cle Side View Bottom View Specifications Submittal Data Sheet General w Orenco Systems® Incorporated 1-800-348-9843 Orenco's Automatic Distributing Valve Assemblies are mechanically operated and sequentially redirect the pump's flow to multiple zones or cells in a distribution field. Valve actuation is accomplished by a combination of pressure and flow. Automatic Distributing Valve Assemblies allow the use of smaller horsepower pumps on large sand filters and drainfields. For example, a large community drainfield requiring 300 gpm can use a six -line Valve Assembly to reduce the pump flow rate requirement to only 50 gpm. Orenco only warrants Automatic Distributing Valves when used in conjunction with High -Head Effluent Pumps with Biotube® Pump Vaults to provide pressure and flow requirements, and to prevent debris from fouling valve operation. An inlet ball valve and a section of clear pipe and union for each outlet are provided for a complete assembly that is easy to maintain and monitor. Ideal valve location is at the high point in the system. Refer to Automatic Distributing Valve Assemblies (NTP-VA-1) for more information. Standard Models V4402A, V4403A, V4404A, V4605A, V4606A, V6402A, V6403A, V6404A, V6605A, V6606A. Nomenclature 00 00 A T T TIndicates assembly Number of active outlets Model series: 44 = 4400 series (2-4 outlets) 46 = 4600 series (5-6 outlets) 64 = 6400 series (2-4 outlets) 66 = 6600 series (5-6 outlets) 'Distributing valve Materials of Construction All Fittings: Sch. 40 PVC per ASTM specification Unions: Sch. 80 PVC per ASTM specification Ball Valve: Sch. 40 PVC per ASTM specification Clear Pipe: Sch. 40 PVC per ASTM specification V4XXX Distributing Valves: High -strength noncorrosive ABS polymer and stainless steel V6XXX Distributing Valves: High -strength noncorrosive ABS polymer, stainless steel, and die cast metal NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 1 of 2 Distributing Valves (continued) _ 35 a 30 V6600A .c E y 25 y Q .� 20 V4400A V6400A as a 0 15 V4600A H y 10 0 � 5 as CD x 0Jill fil If! 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) Model Inlet Size (in.) Outlets Size (in.) Flow range (gpm) Max Head (ft.) Min. Enclosure V4402A 1.25 1.25 10 - 40 170 V B 1217 V4403A 1.25 1.25 10 - 40 170 VB1217 V4404A 1.25 1.25 10 - 40 170 V B 1217 V4605A 1.25 1.25 10-25 170 RR2418 V4606A 1.25 1.25 10-25 170 RR2418 V6402A 1.5 1.5 15 -100 345 RR2418 V6403A 1.5 1.5 15 -100 345 RR2418 V6404A 1.5 1.5 15 -100 345 RR2418 V6605A 1.5 1.5 15 -100 345 RR2418 V6606A 1.5 1.5 15 -100 345 RR2418 NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 2 of 2 Is K# Orenco° Flushing Assemblies Flushing Assemblies Orenco° flushing assemblies provide easy access for lateral maintenance. Flushing assembly kits include a PVC sweep with ball valve and a polyethylene valve box enclosure. OrencoO flushing assemblies are available in the following sizes: • 1" diameter • 1.25" diameter • 1.5" diameter • 2" diameter Valve Boxes Orencoo valve boxes are used to provide access to flushing assemblies. Constructed of polyethylene. Valve Box, 7-in. diameter round enclosure Note: Kits include VB7 valve box enclosure. Water & (719) 395-6764 28005 County Road 317 VeFALLEY Wastewater P.O. Box 925 • Systems Fax: (719) 395-3727 Buena Vista, CO 81211 • Products Website: http://valleyprecast.com/ RECAST, Inc. Service Email: frontdesk@valleyprecast.com 104/-YY laxif L3yl-lUl-U1-UUG Lot #5. Spring Park ROGERS JOP- NAME Ranches JOB NO, 8 Pr a '�74D F 0 LOCATION 1 BILL TO DATE STARTED i DATII COMPLETED DATE BILLED 11w4rim.�m/ MOM- i / irk/J.�//�i1•a�Y ' ► �/J tit HX ME I NO w. M� 01WROIK "WA wpm "mm"N- M/f /"d'�WlW07XA11—WA'[0lfA' 11 -All W, I v _ COST SUMMARY TOTAL SELLING PRICE S ME% J • •_.- -E ■ Misc. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEADN �■ JOB FOLDER Product 277 JOB FOLDER w Printed In U.SA J k"y- C1 LDESIGN-,-CALCULA77ONS FOR A MOUND SYSTEM esign percolation rate T = 110 minutes -per inch 1. The building sewer line from the house to the septic tank shall have a maximum slope of 114 inch per foot. Bends in the building sewer shall be limited to 45 degrees. 2. The septic tank shall be installed level. The tank shall have removable covers or manholes to within 8 inches of the finished grgde, for inspection and cleaning. J. Avoid vehicle traffic over the system. 526 4. All installations shall meet the rul and regulations of the Eagle County Environmental Health Division, for Individual Sewage Disposal Systemq.- 86,*31/27" 603112711W The Septic System lnst:�atinn 5 e Septic System Instakeition shall be inspected by the Design Engineer prior to bnckfillinn Due to the slow percolation rate, o-MOUND TYPE SYSTEM with a pressurized distri-tut/66- network is designed for this -site. Loading Rate for a Sand/Sandy Loa ixture = 1.2 gpd/sf 25 Number of bedrooms = 2 - / %�� Maximum doily FloW---= Qmox Qmox = 2 bdrrrls x 2 persons/bdrm x 75 gollons1person/doy x 1509 Qmax_ z�!>450 gpd 1000 GALLON ELECTRIC JJFT SEPTIC TANK SEPTIC TANK TYPICAL SOIL PROFILE Soil Profile and Percolation V = Qmoxl24hrs x 30 hrs Test done by HP Geotech, Job V = 563 gallons Use 1000 Gallon Lift St9tion by Front Range Precast Concrete or equivalent. No. 199 266, doted April 20,1999. A aCQPP TInAL _AREA , r n A = Qmaxl1.2gpdlsf A = 45011.2 = 375 S. f Amax = 375 s.f.- -The abs�o rp_tion bed dimension within the Mound System Wbe 6 feet wide by 65 feet long. The absorptionbed sh-C11--be parallel to the surface contours. The perimeter of the mound shall be 87 feet I qg and 36 feet wide. Site Preparation Stake out the mound perimeter. -Cut and remove any excessive vegetation. Install the delivery pipe from the pump chamber to the mound, providing 'drainage of the effluent from the pipes, after the pump shuts off, either back to the,.-p'bmp chamber or into the gravel of the mound. Backfill and compact the pipe trench. Plow the area within the mound perimeter. Plowing should not be done when the soil is too wet. Grade the uneven areas. Fill Plocemen -Place the fill material over the prepared site. The fill material should consist of Sand/Sandy Loom Mixture with the following characteristics: 88- 9JZ Sand 7-12110 Finer Grained material The infiltration rate of a Sond/Sandy Loom Mixture is 1.2 gpd/sf. The height off -the sand I top of the absorption bed. Shape the sides fill should be the elevation of ffie of-1he mound to the recommended slope, as shown on the details. T_m -Distribution Network Placement Carefully place the coarse aggregate on the bed. The coarse aggregate shall consist of 314 to 2-712 inch rock. Level the aggregate to a minimum depth of 6 inches. Assemble the distribution network over the aggregate. The distribution network shall consist of four 32-feet___.______--- laterals, 1-114 inch diameter (two on each side of a 1-1/2-inch diameter ,center manifold). The inverts of-th-i laterals shall be perforated with 1/4-inch holes spaced every 30 inches. For-fhe pressure distribution network use schedule 40 pvc (ASTM D 2665) or ABS (ASTM 2661) pipe. The laterals shall be laid level and capped at th-e-ends. Place additional aggregate over the crown of the pipes of at least 2 inchess�th-. Place a suitable bockfill barrier, such as filter fabric, over the aggregate. - Covering of the Mound,.System Place a finer textured soil, such as clay or silt loom over the- top of the bed, to a minimum thickness of 6 inches. Place 6 inches of good quality topsoil over the entire surface. Plant grosses adaptable to the climate over the mound system. Pump Selection A pump capable of delivering 54 gpm against 10 feet of head canbeused. The elevations between the pump invert and the manifold invert should be field verified. The pumping system must also include -pump controls and an alarm syst_em-(AUDIBLE AND VISUAL). The pump will be set to, four cycles at 112 gallons per dose --- Inspection Pine \1 Install a 4 inch diameter inspection pipe on both ends of the Gravel Bed. The pipe shaltt-6e open on the bottom. The bottom of the pipe shall be at the some eleva-r16-n-as the bottom of the gravel bed. The bottom 8 inches of the inspection pipeshoi/ be perforated. The pipe shall be covered with a vent cap. 4-inch Diameter Building Sewer CLEANOU T 43 TC' MO UND DIMENSIONS DESCRIPTION SYMBOL DIMENSION (fee t) BED WID TH i v A 6.0 BED LENGTH V B 65.0 MOUND DEPTH D 1.0 MOUND DEPTH E 1.4 BED DEPTH 1VF 0.75 CAP AT EDGE OF BED V G 7.0 CAP AT CENTER OF BED DOWNSLOPE SETBACK \v H V / 1.5 22.0 UPSLOPE SETBACK j &0 SIDESLOPE SETBACK 1 K 11.0 MOUND LENGTH L \SIN 87.0 MOUND WID TH 36.0 .01 Mound Perimeter 1-114-inch Diameter Lateral Perforated with 1/4-inch holes spaced at 30 inches. 100 3-inch Diameter Del' ery Pipe 1001 Con Absorption Bed with 1-1/2-inch Diameter Cen tral Manifold 94' 9" Dk"W"i.m C*—W- Of St.6b. IF L H A I D it' - 41 51 - 91 as 3W im ,o NOM Yho abow *Wtk to* J& preAmed by front ROW PF"W L-~W0 GRAPHIC SCALE 20 0 10 20 40 IN FEET I inch = 20 ft. 1-114 INCH PERFORATED LATERALS FIL TER FABRIC CLAY FILL OR TOPSOIL TOPSOIL 1-1/2-INCH DIAMETER MANIFOLD PIPE 314TO 2-112- ROCK SA NDISA ND Y LOAM FROM PUMP CLEARED AND RAKED SUBGRADE 'S SECTION A —A NOT TO SCALE 80 M.- CL 0 cil Z W.. M DRAWN BY L. P. CHECKED BY- L.P. PROJECT NO.: 99117 DAM 07-08-99 DRAWING NO.: 99117SD.DWG SHEET 1 OF 1